WO2018145623A1 - 桥梁桩基的u型结构托换转移系统及其施作方法 - Google Patents

桥梁桩基的u型结构托换转移系统及其施作方法 Download PDF

Info

Publication number
WO2018145623A1
WO2018145623A1 PCT/CN2018/075425 CN2018075425W WO2018145623A1 WO 2018145623 A1 WO2018145623 A1 WO 2018145623A1 CN 2018075425 W CN2018075425 W CN 2018075425W WO 2018145623 A1 WO2018145623 A1 WO 2018145623A1
Authority
WO
WIPO (PCT)
Prior art keywords
bridge
existing
pile foundation
existing bridge
cast
Prior art date
Application number
PCT/CN2018/075425
Other languages
English (en)
French (fr)
Inventor
斯明勇
罗俊国
王永文
李强
李士达
王江华
Original Assignee
中铁十九局集团有限公司
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by 中铁十九局集团有限公司 filed Critical 中铁十九局集团有限公司
Publication of WO2018145623A1 publication Critical patent/WO2018145623A1/zh

Links

Images

Classifications

    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D27/00—Foundations as substructures
    • E02D27/32—Foundations for special purposes
    • E02D27/48—Foundations inserted underneath existing buildings or constructions
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D27/00—Foundations as substructures
    • E02D27/10—Deep foundations
    • E02D27/12—Pile foundations
    • E02D27/14—Pile framings, i.e. piles assembled to form the substructure

Definitions

  • the invention relates to a support transfer system for a bridge pile foundation, in particular to a support transfer system for a bridge pile foundation and a method for applying the same.
  • the bridge pile foundation is the basic unit that carries the bridge load.
  • the load of the bridge is transmitted to the pile foundation through the platform and the cap.
  • Another construction method is: adopting the method of active pile-changing, that is, transferring the force system of the original bridge pile foundation to the new pile foundation system.
  • the invention provides a U-shaped structure underpinning transfer system for a bridge pile foundation and a method for applying the same, and solves the risk of transferring the one-time force system when transferring the stress system of the original bridge pile foundation to the new pile foundation system. Big technical problems.
  • a U-shaped structure underpinning transfer system for a bridge pile foundation comprising a cofferdam applied on both sides of an existing bridge, and a high-pressure jet grouting pile is applied around the existing pile foundation of the existing bridge and the inner river bed of the cofferdam.
  • the existing pile foundation of the existing bridge is composed of the retained existing bridge pile foundation and the pre-removed existing bridge pile foundation.
  • the pre-cut existing bridge pile foundation is placed on the shield section, and the high-pressure jet
  • the top of the pile is provided with a graded gravel cushion, and a concrete cushion is placed on the graded gravel cushion to provide a platform for the inner side of the bridge pile foundation of the existing bridge.
  • a 2 cm thick elastic pad is placed in the 4 cm gap formed between the top surface of the cast-in-place U-shaped fascia and the lower bottom surface of the bridge of the existing bridge.
  • the first step is to construct a cofferdam on both sides of the existing bridge, draw water from the cofferdam, apply high-pressure jet grouting piles around the existing pile foundation of the existing bridge and the inner river bed of the cofferdam, in the high-pressure jet grouting pile
  • the top is applied as a graded gravel cushion to form a composite foundation
  • the second step is to apply the platform reinforcement to the inner side of the bridge pile foundation of the existing bridge, and at the same time, to apply the abutment reinforcement on the inner side of the bridge pile foundation abutment of the existing bridge;
  • the concrete cushion is applied, and the cast-in U-shaped structural raft is applied on the plain concrete cushion to make the top surface of the cast-in U-shaped structural raft and the existing bridge.
  • a 4 cm gap is formed between the bottom surfaces of the bridge plates, and the side walls on both sides of the cast-in U-shaped structural raft are closely attached to the inner side of the pedestal of the existing bridge, and the bridge pile cap of the existing bridge Stressed, transmitted to the cast-in-place U-shaped structural raft on the cast-in-place U-shaped structural slab through the platform ribs and the abutment ribs;
  • the fourth step is to insert a 2 cm thick elastic pad into the gap
  • the shield machine on the front side of the pre-cut existing bridge pile foundation set on the shield section is started, and the shield is constructed on the upper and lower lines of the shield in the riverbed, and the shield is removed from the shield section.
  • Pre-cut existing bridge pile foundation
  • the existing bridge will slowly settle and slowly fit together with the 2 cm thick elastic pad padded in the gap to make the cast-in-place U-shaped structure raft and retain The existing bridge piles collectively carry the weight of the existing bridge.
  • the invention greatly saves the cost of changing piles, and avoids the uncertainty risk caused by the transfer of the load points of the bridge during the pile changing process.
  • the construction cost is low, and it can ensure that the existing bridges are safe and unblocked during the construction process.
  • Figure 1 is a schematic view showing the structure of the present invention in a front view direction
  • Figure 2 is a schematic view showing the structure of the present invention in a side view direction
  • Fig. 3 is a structural schematic view showing the existing pile foundation of the existing bridge of the present invention and the high pressure jet grouting pile 6 applied to the inner river bed of the cofferdam.
  • a U-shaped structure underpinning transfer system for a bridge pile foundation comprising a cofferdam applied on both sides of an existing bridge, and a high-pressure jet grouting pile 6 is applied around the existing pile foundation of the existing bridge and the inner river bed of the cofferdam.
  • the existing pile foundation of the existing bridge is composed of the retained existing bridge pile foundation 2 and the pre-cut existing existing bridge pile foundation 12, and the pre-cut existing existing bridge pile foundation 12 is disposed on the shield section.
  • a graded gravel cushion layer 15 is applied on the top of the high-pressure jet grouting pile 6, and a plain concrete cushion layer 7 is arranged on the graded gravel cushion layer 15 on the bridge pile foundation cap 3 of the existing bridge.
  • the inner side surface is provided with a platform rib 9 and an abutment rib 10 is applied on the inner side of the bridge pile abutment 4 of the existing bridge, on the inner side of the bridge pile base 3 of the existing bridge,
  • a cast-in-place U-shaped structural slab 8 is applied between the inner side of the bridge pile foundation abutment 4 of the existing bridge and the plain concrete cushion 7
  • a 4 cm slit 11 is formed between the bottom surfaces of the plates 5.
  • a 2 cm thick elastic pad is provided in the 4 cm slit 11 formed between the top surface of the cast-in-place U-shaped seesaw 8 and the lower bottom surface of the bridge 5 of the existing bridge.
  • the first step is to construct cofferdams on both sides of existing bridges, draw water from the cofferdams, and apply high-pressure jet grouting piles 6 around the existing pile foundations of the existing bridges and the inner riverbed of the cofferdams.
  • the top of 6 is applied as a graded gravel cushion layer 15 to form a stable composite foundation;
  • the pile ribs 9 are applied, and at the same time, on the inner side of the bridge pile foundation abutment 4 of the existing bridge, the abutment planting rib is applied. 10
  • the concrete cushion 7 is applied, and the cast-in U-shaped structural raft 8 is applied on the plain concrete cushion 7 to make the top surface of the cast-in U-shaped structural raft 8
  • a 4 cm gap 11 is formed between the bottom surface of the bridge plate 5 of the existing bridge, and the side walls on both sides of the cast-in-place U-shaped structure raft 8 are closely attached to the inner side of the pedestal of the existing bridge, both The force of the bridge pile cap 3 of the bridge is transmitted to the cast-in-place U-shaped structural slab 8 through the capping rib 9 and the abutment rib 10;
  • a 2 cm thick elastic pad is padded in the slit 11, so that the bridge plate 5 of the existing bridge is cushioned when it sinks;
  • the shield machine 16 on the front side of the pre-cut existing bridge pile foundation 12 disposed on the shield section is started, and the shield upper line 13 and the down line 14 in the river bed 1 are shielded and shielded.
  • the structural raft 8 is carried by the soil modified by the high-pressure jet grouting pile 6 under the cast-in-place U-shaped slab 8 to form the load of the existing bridge pile 12 to the existing bridge by the cast-in-place U
  • the structural raft 8 is co-loaded with the pre-cut existing bridge pile 12;
  • the load of the existing bridge due to the pre-cut existing bridge pile 12 is completely transferred to the cast-in-place U-shaped structure through the bearing reinforcement 9 and the abutment reinforcement 10 On the seesaw 8, both bridges will slowly settle.
  • This process is slowly and stepwisely transferred.
  • the bridges 5 of the bridges are slowly attached to the 2 cm thick elastic pads that are interposed in the gaps 11. Therefore, the one-time and rapidity of the force transfer existing in the existing pile-changing method is avoided, and the occurrence of cracking of the existing bridge deck which often occurs in the pile replacement is avoided; the cast-in-place U-shaped structure is realized.
  • the plate 8 and the retained existing bridge pile foundation 2 jointly carry the weight of the existing bridge, and realize the process of maintaining the existing bearing stress of the existing bridge in the whole process of cutting the existing bridge pile foundation 12, and ensuring the existing bridge. The force is stable.
  • part of the existing bridges are transferred to the cast-in-place U-shaped structural rafts 8 through the platform ribs 9, the abutments 10 and the elastic pads. And is carried by the soil body improved by the high-pressure jet grouting pile 6 under the cast-in-place U-shaped structural rafter 8.
  • the bridge pile is located in the downtown area.
  • the above-ground buildings and landscapes are relatively complete, the surrounding environment is complex, and the traffic of the existing bridges is large, closed construction.
  • the construction method of the present invention can be employed because it causes significant economic losses and seriously affects the lives of citizens.
  • the invention also explores a new construction method for the bridge reinforcement without removing the bridge under the condition that the original bridge pile base is damaged, fully exerting the bearing function of the undamaged original bridge pile, and greatly saving the engineering investment cost.
  • the construction period has been shortened, and the uncertain risks brought by the conventional pile-changing are well avoided, and the application value and social benefits are widely spread.

Landscapes

  • Engineering & Computer Science (AREA)
  • Structural Engineering (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Mining & Mineral Resources (AREA)
  • Paleontology (AREA)
  • Civil Engineering (AREA)
  • General Engineering & Computer Science (AREA)
  • Bridges Or Land Bridges (AREA)
  • Foundations (AREA)

Abstract

一种桥梁桩基的U型结构托换转移系统，包括在既有桥梁两侧施作的围堰，在既有桥梁的既有桩基周边及围堰内河床上施作有高压旋喷桩(6)，在高压旋喷桩(6)的顶部施作有级配碎石褥垫层(15)，在级配碎石褥垫层（15）上设置有素混凝土垫层（7），在既有桥梁的桥桩基承台(3)的内侧面上施作有承台植筋(9)，在既有桥梁的桥桩基桥台(4)的内侧面上施作有桥台植筋(10)，在既有桥梁的桥桩基承台(3)的内侧、既有桥梁的桥桩基桥台(4)的内侧及素混凝土垫层(7)之间施作有现浇U型结构筏板(8)，在现浇U型结构筏板(8)的顶面与既有桥梁的桥板(5)的底面之间形成有4厘米的缝隙(11)。还提供了一种桥梁桩基的U型结构托换转移系统施工方法。

Description

桥梁桩基的U型结构托换转移系统及其施作方法
交叉引用
本申请引用于2017年02月13日提交的专利名称为“桥梁桩基的U型结构托换转移系统及其施作方法”的第2017100770096号中国专利申请，其通过引用被全部并入本申请。
技术领域
本发明涉及一种桥梁桩基的托换转移系统，特别涉及一种桥梁桩基的托换转移系统及其施作方法。
背景技术
桥梁桩基是承载桥梁荷载的基础单元，桥梁的荷载通过台身、承台传递给桩基。在既有桥梁桩基区域新建构筑物时，需要对既有桥梁桩基进行保护处理，以实现新建构筑物的构建。现有技术有两种，一种是先拆除既有桥梁，并拔除桩基，然后进行新构筑物的施工，再复建桥梁。存在投资大、工期长、并对周边环境影响大的缺陷，特别是在城市中心，交通繁忙，管线密布，紧邻建筑物，无法对桥梁采用拆除复建的施工方法。另一种施工方法是：采用主动换桩的方式，即将原桥梁桩基的受力体系转移到新建桩基体系上，采用这种方法，桥梁受力体系的转移是一次性完成的，容易在受力转移过程中，使原桥梁上部结构遭到破坏，造成桥身倾斜、桥面开裂，导致即有桥梁不能正常使用。在城市地铁施工中，会遇到盾构区间只穿越既有桥梁桩基的少部分桩基，在盾构过程中，只需要对设置在盾构区间上的少部分即有桥梁桩基进行割除，若采用上述主动换桩方式，会使不在盾构区间上的既有桥梁桩基的作用不能再发挥，造成现有资源的浪费，另外，一次性受力体系转移的换桩施工，存在不确定性风险大的缺陷，难以保证既有桥梁的不间断通行使用。
发明内容
本发明提供了一种桥梁桩基的U型结构托换转移系统及其施作方法， 解决了将原桥梁桩基的受力体系转移到新建桩基体系上时一次性受力体系转移风险性大的技术问题。
本发明是通过以下技术方案解决以上技术问题的：
一种桥梁桩基的U型结构托换转移系统，包括在既有桥梁两侧施作的围堰，在既有桥梁的既有桩基周边及围堰内河床上施作有高压旋喷桩，既有桥梁的既有桩基是由保留的既有桥梁桩基和预切除的既有桥梁桩基组成的，预切除的既有桥梁桩基是设置在盾构区间上的，在高压旋喷桩的顶部施作有级配碎石褥垫层，在级配碎石褥垫层上设置有素混凝土垫层，在既有桥梁的桥桩基承台的内侧面上施作有承台植筋，在既有桥梁的桥桩基桥台的内侧面上施作有桥台植筋，在既有桥梁的桥桩基承台的内侧、既有桥梁的桥桩基桥台的内侧及素混凝土垫层之间施作有现浇U型结构筏板，在现浇U型结构筏板的顶面与既有桥梁的桥板的底面之间形成有4厘米的缝隙。
在现浇U型结构筏板的顶面与既有桥梁的桥板的下底面之间所形成的4厘米的缝隙中设置有2厘米厚的弹性垫。
一种桥梁桩基的U型结构托换转移系统施作方法
第一步、在既有桥梁两侧施工围堰，抽排围堰内积水，在既有桥梁的既有桩基周边及围堰内河床上施作高压旋喷桩，在高压旋喷桩的顶部施作级配碎石褥垫层，形成复合地基；
第二步、在既有桥梁的桥桩基承台的内侧面上，施作承台植筋，同时，在既有桥梁的桥桩基桥台的内侧面上，施作桥台植筋；
第三步、在第一步完成的复合地基上，施作素混凝土垫层，在素混凝土垫层上施作现浇U型结构筏板，使现浇U型结构筏板的顶面与既有桥梁的桥板的底面之间形成4厘米的缝隙，并使现浇U型结构筏板两侧侧墙与既有桥梁的桥台内侧面紧密贴合在一起，既有桥梁的桥桩承台的受力，通过承台植筋和桥台植筋传递到现浇U型结构筏板上；
第四步、在缝隙中垫入2厘米厚的弹性垫；
第五步、启动设置在盾构区间上的预切除的既有桥梁桩基前侧的盾构机，对河床中的盾构上行线和下行线进行盾构施工，盾构切除盾构区间上的预切除的既有桥梁桩基；
第六步、既有桥梁桩基被切除后，既有桥梁会发生缓慢沉降，慢慢与缝隙中垫入的2厘米厚的弹性垫贴合在一起，使现浇U型结构筏板与保留的既有桥梁桩基共同承载既有桥梁的重量。
本发明大大节约了换桩成本，并规避了换桩过程中由于桥梁荷载受力点的转移而引起的不确定风险。施工造价低，并能保证既有桥梁在施工过程中安全、畅通。
附图说明
图1是本发明在主视方向上的结构示意图；
图2是本发明在侧视方向上的结构示意图；
图3是本发明的既有桥梁的既有桩基及围堰内河床上施作高压旋喷桩6的结构示意图。
具体实施方式
下面结合附图对本发明进行详细说明：
一种桥梁桩基的U型结构托换转移系统，包括在既有桥梁两侧施作的围堰，在既有桥梁的既有桩基周边及围堰内河床上施作有高压旋喷桩6，既有桥梁的既有桩基是由保留的既有桥梁桩基2和预切除的既有桥梁桩基12组成的，预切除的既有桥梁桩基12是设置在盾构区间上的，在高压旋喷桩6的顶部施作有级配碎石褥垫层15，在级配碎石褥垫层15上设置有素混凝土垫层7，在既有桥梁的桥桩基承台3的内侧面上施作有承台植筋9，在既有桥梁的桥桩基桥台4的内侧面上施作有桥台植筋10，在既有桥梁的桥桩基承台3的内侧、既有桥梁的桥桩基桥台4的内侧及素混凝土垫层7之间施作有现浇U型结构筏板8，在现浇U型结构筏板8的顶面与既有桥梁的桥板5的底面之间形成有4厘米的缝隙11。
在现浇U型结构筏板8的顶面与既有桥梁的桥板5的下底面之间所形成的4厘米的缝隙11中设置有2厘米厚的弹性垫。
一种桥梁桩基的U型结构托换转移系统施作方法
第一步、在既有桥梁两侧施工围堰，抽排围堰内积水，在既有桥梁的既有桩基周边及围堰内河床上施作高压旋喷桩6，在高压旋喷桩6的顶部施作级配碎石褥垫层15，形成稳定的复合地基；
第二步、在既有桥梁的桥桩基承台3的内侧面上，施作承台植筋9，同时，在既有桥梁的桥桩基桥台4的内侧面上，施作桥台植筋10
第三步、在第一步完成的复合地基上，施作素混凝土垫层7，在素混凝土垫层7上施作现浇U型结构筏板8，使现浇U型结构筏板8的顶面与既有桥梁的桥板5的底面之间形成4厘米的缝隙11，并使现浇U型结构筏板8两侧侧墙与既有桥梁的桥台内侧面紧密贴合在一起，既有桥梁的桥桩承台3的受力，通过承台植筋9和桥台植筋10传递到现浇U型结构筏板8上；
第四步、在缝隙11中垫入2厘米厚的弹性垫，使既有桥梁的桥板5下沉时得到缓冲；
第五步、启动设置在盾构区间上的预切除的既有桥梁桩基12前侧的盾构机16，对河床1中的盾构上行线13和下行线14进行盾构施工，盾构切除盾构区间上的预切除的既有桥梁桩基12；由于预切除的既有桥梁桩基12对既有桥梁的荷载已通过承台植筋9和桥台植筋10转移到现浇U型结构筏板8上，并由现浇U型结构筏板8下的被高压旋喷桩6改良后的土体承载，形成了既有桥梁桩基12对既有桥梁的荷载由现浇U型结构筏板8和预切除的既有桥梁桩基12共同承载；
第六步、既有桥梁桩基12被切除后，由于预切除的既有桥梁桩基12对既有桥梁的荷载完全通过承台植筋9和桥台植筋10转移到现浇U型结构筏板8上，既有桥梁会发生缓慢沉降，这个过程是缓慢地分步转移的，既有桥梁的桥板5慢慢与缝隙11中垫入的2厘米厚的弹性垫贴合在一起，从而避免了现有换桩方法所存在的受力转移的一次性和迅速性，避免了换桩中经常会发生的既有桥梁桥面的开裂等现象的发生；实现了现浇U型结构筏板8与保留的既有桥梁桩基2共同承载既有桥梁的重量，实现了在整个切除既有桥梁桩基12过程中，尽量保持既有桥梁受力点的不改变，保证了既有桥梁的受力稳定。
本方法在不改变既有桥梁承力点的前提下，将既有桥梁的部分承载分别通过承台植筋9、桥台植筋10及弹性垫分步转移到现浇U型结构筏板8上，并由现浇U型结构筏板8下的被高压旋喷桩6改良后的土体承载。在盾构掘进过程中，只需要切除既有桥梁的部分桩基，而该桥桩位于市中心 地区，地上建筑及景观绿化较为完善，周边环境复杂，既有桥梁的交通通过量大，封闭施工会造成重大经济损失和严重影响市民生活，可采用本发明的施工方法。
本发明也探索出一条在原桥梁桩基部分损坏的情况下，无需拆除桥梁，进行桥梁加固的一种新的施工方法，充分发挥了未破坏原桥桩的承载功能，大大节约了工程投资造价，缩短了施工周期，很好地规避了常规换桩所带来的不确定的风险，具有广泛的推广应用价值和社会效益。

Claims (3)

  1. 一种桥梁桩基的U型结构托换转移系统，包括在既有桥梁两侧施作的围堰，在既有桥梁的既有桩基周边及围堰内河床上施作有高压旋喷桩(6)，既有桥梁的既有桩基是由保留的既有桥梁桩基(2)和预切除的既有桥梁桩基(12)组成的，预切除的既有桥梁桩基(12)是设置在盾构区间上的，在高压旋喷桩(6)的顶部施作有级配碎石褥垫层(15)，在级配碎石褥垫层(15)上设置有素混凝土垫层(7)，其特征在于，在既有桥梁的桥桩基承台(3)的内侧面上施作有承台植筋(9)，在既有桥梁的桥桩基桥台(4)的内侧面上施作有桥台植筋(10)，在既有桥梁的桥桩基承台(3)的内侧、既有桥梁的桥桩基桥台(4)的内侧及素混凝土垫层(7)之间施作有现浇U型结构筏板(8)，在现浇U型结构筏板(8)的顶面与既有桥梁的桥板(5)的底面之间形成有4厘米的缝隙(11)。
  2. 根据权利要求1所述的一种桥梁桩基的U型结构托换转移系统，其特征在于，在现浇U型结构筏板(8)的顶面与既有桥梁的桥板(5)的下底面之间所形成的4厘米的缝隙(11)中设置有2厘米厚的弹性垫。
  3. 一种桥梁桩基的U型结构托换转移系统施作方法
    第一步、在既有桥梁两侧施工围堰，抽排围堰内积水，在既有桥梁的既有桩基周边及围堰内河床上施作高压旋喷桩(6)，在高压旋喷桩(6)的顶部施作级配碎石褥垫层(15)，形成复合地基；
    第二步、在既有桥梁的桥桩基承台(3)的内侧面上，施作承台植筋(9)，同时，在既有桥梁的桥桩基桥台(4)的内侧面上，施作桥台植筋(10)；
    第三步、在第一步完成的复合地基上，施作素混凝土垫层(7)，在素混凝土垫层(7)上施作现浇U型结构筏板(8)，使现浇U型结构筏板(8)的顶面与既有桥梁的桥板(5)的底面之间形成4厘米的缝隙(11)，并使现浇U型结构筏板(8)两侧侧墙与既有桥梁的桥台内侧面紧密贴合在一起，既有桥梁的桥桩承台(3)的受力，通过承台植筋(9)和桥台植筋(10)传递到现浇U型结构筏板(8)上；
    第四步、在缝隙(11)中垫入2厘米厚的弹性垫；
    第五步、启动设置在盾构区间上的预切除的既有桥梁桩基(12)前侧 的盾构机(16)，对河床(1)中的盾构上行线(13)和下行线(14)进行盾构施工，盾构切除盾构区间上的预切除的既有桥梁桩基(12)；
    第六步、既有桥梁桩基(12)被切除后，既有桥梁会发生缓慢沉降，慢慢与缝隙(11)中垫入的2厘米厚的弹性垫贴合在一起，使现浇U型结构筏板(8)与保留的既有桥梁桩基(2)共同承载既有桥梁的重量。
PCT/CN2018/075425 2017-02-13 2018-02-06 桥梁桩基的u型结构托换转移系统及其施作方法 WO2018145623A1 (zh)

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
CN201710077009.6A CN106759458A (zh) 2017-02-13 2017-02-13 桥梁桩基的u型结构托换转移系统及其施作方法
CN201710077009.6 2017-02-13

Publications (1)

Publication Number Publication Date
WO2018145623A1 true WO2018145623A1 (zh) 2018-08-16

Family

ID=58955401

Family Applications (1)

Application Number Title Priority Date Filing Date
PCT/CN2018/075425 WO2018145623A1 (zh) 2017-02-13 2018-02-06 桥梁桩基的u型结构托换转移系统及其施作方法

Country Status (2)

Country Link
CN (1) CN106759458A (zh)
WO (1) WO2018145623A1 (zh)

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN110439025A (zh) * 2019-08-30 2019-11-12 江苏省地质矿产局第三地质大队 一种狭小空间下门架式建筑物桩基托换结构及施工方法
CN110905014A (zh) * 2019-12-10 2020-03-24 中建八局第二建设有限公司 一种桩基托换的施工结构及施工方法

Families Citing this family (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN106759458A (zh) * 2017-02-13 2017-05-31 中铁十九局集团轨道交通工程有限公司 桥梁桩基的u型结构托换转移系统及其施作方法
CN109706909A (zh) * 2019-02-21 2019-05-03 郑州市市政工程总公司 应对地铁盾构下穿的构筑物地基加固结构及其施工方法
CN111926854A (zh) * 2020-07-21 2020-11-13 广州地铁设计研究院股份有限公司 一种桩基加固方法

Citations (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2005226326A (ja) * 2004-02-13 2005-08-25 Ohbayashi Corp 既設橋脚基礎の補強構造および既設橋脚基礎の補強方法
CN101294447A (zh) * 2007-04-23 2008-10-29 上海市城市建设设计研究院 建筑物桩基托换方法
JP2009121114A (ja) * 2007-11-14 2009-06-04 Ohbayashi Corp 構造物の支持構造、地中構造物の構築方法、基礎荷重の受け替え工法
KR20090130502A (ko) * 2008-06-16 2009-12-24 양형칠 교량의 세굴방지 및 내진용 기초보강공법
CN105672348A (zh) * 2016-01-27 2016-06-15 重庆大学 一种深水区砂卵石地层截除桥梁桩基的施工方法
CN106759458A (zh) * 2017-02-13 2017-05-31 中铁十九局集团轨道交通工程有限公司 桥梁桩基的u型结构托换转移系统及其施作方法
CN206570839U (zh) * 2017-02-13 2017-10-20 中铁十九局集团轨道交通工程有限公司 桥梁桩基的u型结构托换转移系统

Family Cites Families (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP4226954B2 (ja) * 2003-06-12 2009-02-18 鹿島建設株式会社 アンダーピニング方法および高架橋
CN101936167B (zh) * 2009-06-29 2012-07-18 上海市基础工程有限公司 桥梁托换结合盾构施工穿越桥梁桩基的施工方法
CN101761068A (zh) * 2009-11-10 2010-06-30 同济大学 隧道穿越河流上方桥梁桩基的箱-筏承压式基础托换及施工加固方法
CN103981816A (zh) * 2014-04-15 2014-08-13 河南省公路工程局集团有限公司 立交桥框架墩柱托换施工方法

Patent Citations (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2005226326A (ja) * 2004-02-13 2005-08-25 Ohbayashi Corp 既設橋脚基礎の補強構造および既設橋脚基礎の補強方法
CN101294447A (zh) * 2007-04-23 2008-10-29 上海市城市建设设计研究院 建筑物桩基托换方法
JP2009121114A (ja) * 2007-11-14 2009-06-04 Ohbayashi Corp 構造物の支持構造、地中構造物の構築方法、基礎荷重の受け替え工法
KR20090130502A (ko) * 2008-06-16 2009-12-24 양형칠 교량의 세굴방지 및 내진용 기초보강공법
CN105672348A (zh) * 2016-01-27 2016-06-15 重庆大学 一种深水区砂卵石地层截除桥梁桩基的施工方法
CN106759458A (zh) * 2017-02-13 2017-05-31 中铁十九局集团轨道交通工程有限公司 桥梁桩基的u型结构托换转移系统及其施作方法
CN206570839U (zh) * 2017-02-13 2017-10-20 中铁十九局集团轨道交通工程有限公司 桥梁桩基的u型结构托换转移系统

Non-Patent Citations (1)

* Cited by examiner, † Cited by third party
Title
MA, ZHONGZHENG ET AL.: "Pile underpinning and removing technology of shields crossing through pile foundations of road bridges", CHINESE JOURNAL OF UNDERGROUND SPACE AND ENGINEERING, 28 February 2010 (2010-02-28), pages 105 - 111, ISSN: 1673-0836 *

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN110439025A (zh) * 2019-08-30 2019-11-12 江苏省地质矿产局第三地质大队 一种狭小空间下门架式建筑物桩基托换结构及施工方法
CN110905014A (zh) * 2019-12-10 2020-03-24 中建八局第二建设有限公司 一种桩基托换的施工结构及施工方法

Also Published As

Publication number Publication date
CN106759458A (zh) 2017-05-31

Similar Documents

Publication Publication Date Title
WO2018145623A1 (zh) 桥梁桩基的u型结构托换转移系统及其施作方法
CN103243652B (zh) 一种大跨度非落地式现浇梁膺架及其施工方法
CN108999097B (zh) 一种桥梁顶升中既有桥台的改造结构及施工方法
CN104294769B (zh) 一种补桩与增大台帽组合加固已建桥台结构的施工方法
CN106703437A (zh) 隔震托换结构及其施工方法
CN104831639B (zh) 一种超宽变截面连续梁0#块固结及解除施工方法
CN104947681A (zh) 一种超大超深地下室基坑的施工方法
CN203213021U (zh) 一种大跨度非落地式现浇梁膺架
Rashidi et al. Bridge abutment movement and approach settlement—A case study and scenario analysis
CN106812131B (zh) 一种永久板桩地下结构及其施工方法
CN204097889U (zh) 一种补桩与增大台帽组合加固已建桥台结构
Chen et al. Numerical study on the movement of existing tunnel due to deep excavation in Shanghai
Liangliang Study on underpinning scheme of viaduct pile foundation crossed by shield tunnel
CN104652256A (zh) 一种提高横向抗震性能的无缝桥桥台构造
CN206570839U (zh) 桥梁桩基的u型结构托换转移系统
CN111519623A (zh) 一种用于桩体承载力检测的预制桩帽及施工方法
Huang et al. Numerical analysis and field monitoring on deformation of the semi-Top-Down excavation in Shanghai
Brencich et al. The influence of construction technology on the mechanics of masonry railway bridges
CN211421192U (zh) 一种建筑用地基建设隔震装置
Wang et al. Design and construction of deep excavations in Shanghai, China
CN111519924B (zh) 地铁正上方既有建筑物隔振设计施工方法
CN205934639U (zh) 临时路面体系
CN205000261U (zh) 穿越立交桥的区间盾构用临时装置
CN204385578U (zh) 一种建于填海区的建筑
CN216428300U (zh) 混凝土挡墙与台后回填的组合围堰结构

Legal Events

Date Code Title Description
121 Ep: the epo has been informed by wipo that ep was designated in this application

Ref document number: 18750643

Country of ref document: EP

Kind code of ref document: A1

NENP Non-entry into the national phase

Ref country code: DE

122 Ep: pct application non-entry in european phase

Ref document number: 18750643

Country of ref document: EP

Kind code of ref document: A1